WO2023010631A1 - Fondation sur palée en eau profonde - Google Patents

Fondation sur palée en eau profonde Download PDF

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Publication number
WO2023010631A1
WO2023010631A1 PCT/CN2021/115223 CN2021115223W WO2023010631A1 WO 2023010631 A1 WO2023010631 A1 WO 2023010631A1 CN 2021115223 W CN2021115223 W CN 2021115223W WO 2023010631 A1 WO2023010631 A1 WO 2023010631A1
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WIPO (PCT)
Prior art keywords
pile
cross
section
vertical main
reinforcement
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PCT/CN2021/115223
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English (en)
Chinese (zh)
Inventor
肖海珠
邱远喜
苑仁安
高宗余
刘俊锋
潘韬
何东升
李华云
冯龙兴
谭国宏
别业山
Original Assignee
中铁大桥勘测设计院集团有限公司
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Priority to EP21952500.3A priority Critical patent/EP4257753A1/fr
Publication of WO2023010631A1 publication Critical patent/WO2023010631A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/12—Manhole shafts; Other inspection or access chambers; Accessories therefor
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/52—Submerged foundations, i.e. submerged in open water
    • E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00—Keeping dry foundation sites or other areas in the ground
    • E02D19/02—Restraining of open water
    • E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/10—Deep foundations
    • E02D27/12—Pile foundations
    • E02D27/14—Pile framings, i.e. piles assembled to form the substructure
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same

Definitions

  • the invention relates to the technical field of bridge engineering, in particular to a deep-water pile group foundation.
  • pile group foundations with high caps are widely used in cross-sea bridge projects in my country because of their mature technology, rich construction experience, and relatively low construction risks.
  • the main difference of deep-water foundations of sea-crossing bridges is that the hydrological environment and meteorological conditions are more severe. The impact force of the ship. Due to the changeable climate, strong wind, deep water, and high waves at sea, the duration of construction operations allowed for the foundation of cross-sea bridges is relatively short.
  • bridge pile foundations In order to reduce the influence of wave currents on pile foundations, reduce erosion at piers, and meet the requirements of drilling construction and hole stability, bridge pile foundations usually adopt circular cross-sections.
  • the main reinforcement of the pile foundation reinforcement cage is evenly arranged in a circular direction and anchored in the cap, while the longitudinal and transverse horizontal reinforcement at the bottom of the pile cap needs to pass through the pile foundation reinforcement cage.
  • the projection width of the distance between adjacent main bars of the same pile foundation in the longitudinal and transverse directions becomes smaller from the middle to both sides.
  • the diameter of the horizontal reinforcement is reduced, it is difficult for the horizontal reinforcement at the bottom of the cap to pass through the reinforcement cage smoothly.
  • the reinforcement cage of the pile foundation is required to be equipped with two turns of main reinforcement due to force requirements, the blind area where the horizontal reinforcement at the bottom of the cap is difficult to pass through the reinforcement cage of the pile foundation is larger.
  • the caps are usually designed as a sharp or round-end contour, and the pile foundations are arranged in a plum blossom shape accordingly.
  • the quincunx-shaped pile foundation layout will further increase the width of the blind area where the horizontal reinforcement in the entire cap range is difficult to pass through the pile foundation reinforcement cage.
  • the horizontal reinforcement at the bottom of the cap is usually truncated within the width of the blind zone, which cannot maintain a full length, which is unfavorable to the structural force.
  • the spacing of horizontal steel bars on the bottom surface of the entire cap range is uneven, which has a certain adverse effect on the quality of concrete pouring.
  • the embodiment of the present invention provides a deep-water pile group foundation to solve the problem that the horizontal steel bars at the bottom of the pile cap of cross-sea bridges in the related art are difficult to pass through the reinforcement cage of the pile foundation smoothly, and the range of the reinforcement cage of the pile foundation cannot allow the bottom of the pile cap to pass through.
  • a deep-water pile group foundation which includes: a plurality of bored piles, the bored piles have pile tops, the cross-sectional shape of the pile tops is a square with rounded corners, and the square The four straight sides are respectively parallel to the longitudinal and transverse directions of the entire deep-water pile group foundation, and a first reinforcement cage is pre-embedded inside the pile top, and the cross-sectional shape of the first reinforcement cage is the same as that of the pile top.
  • the first reinforcement cage includes a plurality of first vertical main reinforcements arranged at even intervals; a cap, the cap is fixed above the bored pile, and a plurality of horizontal steel bars are arranged in the bottom of the cap, the cap The upper end of the first vertical main reinforcement is vertically inserted into the cap, and the horizontal reinforcement within the width range of the first reinforcement cage respectively passes through the gap between two adjacent first vertical main reinforcements; The back-sealing concrete is located within the height range of the pile top below the cap.
  • the bored pile further includes: a pile body, the pile body is located below the pile top, the cross-sectional shape of the pile body is circular, and a second reinforcement cage is arranged inside the pile body , the cross-sectional shape of the second reinforcement cage is the same as the cross-sectional shape of the pile body, the second reinforcement cage includes a plurality of second vertical main reinforcements arranged at uniform intervals; a transition section, the transition section connects the The top of the pile and the pile body, the cross-sectional shape of the transition section is a square with circular arc chamfers, and the radius of the circular arc chamfers in the cross section of the transition section is along the height direction of the transition section from The top of the transition section becomes larger gradually from the bottom of the transition section, and a plurality of third main reinforcements are pre-embedded in the transition section, and the third main reinforcement connects the first vertical main reinforcement and the second vertical main reinforcement.
  • the straight main reinforcement corresponds to the linear connection one by one.
  • the cross section of the pile top is a square with rounded corners, and the width of the square cross section of the pile top is equal to the diameter of the circular cross section of the pile body.
  • the height H2 of the transition section is greater than or equal to the diameter D of the pile body.
  • the radius r z of the arc chamfer of the cross section at any height of the transition section is:
  • z is the height of any cross-section in the transition section from the bottom surface of the pile top
  • H2 is the height of the transition section
  • D is the diameter of the pile body
  • r1 is the pile top The radius of the rounding of the cross section.
  • the bored pile further includes a second steel casing sleeved outside the second reinforcement cage, and the number n 2 of the second vertical main reinforcement is:
  • n 2 4 * Int([ ⁇ * (D-2 * (t 2 + ⁇ average ))]/[4 * (80+d 2 + ⁇ s)]),
  • ⁇ is the circumference ratio
  • D is the diameter of the pile body
  • t is the wall thickness of the second steel casing
  • ⁇ is the circumferential centerline of the plane layout of the second vertical main reinforcement and the The average distance between the inner surface of the second steel casing
  • d 2 is the diameter of the second vertical main reinforcement
  • ⁇ s is the adjustment amount of the second vertical main reinforcement spacing
  • the value of ⁇ s satisfies: 5 ⁇ ⁇ s ⁇ 120-d 2 , the unit of each parameter in the formula is millimeter.
  • the value range of the height H1 of the pile top is:
  • H 1 > ⁇ w H 4 [A c +0.86nr 1 ⁇ 2 -nB ⁇ 2 ]/[4n(B-0.43r 1 )[ ⁇ ]+ ⁇ c (A c +0.86nr 1 ⁇ 2 -nB ⁇ 2 )+W],
  • ⁇ w is the weight of water
  • ⁇ c is the weight of concrete
  • H 4 is the height of the bottom surface of the pile top from the construction high water level
  • a c is the bottom area of the cap
  • B is the pile top
  • r 1 is the radius of the arc chamfer of the pile top cross-section
  • n is the number of the bored piles
  • [ ⁇ ] is the allowable bond strength between concrete and steel surface
  • W is The weight of the cap platform construction cofferdam.
  • the bored pile further includes a first steel casing sleeved on the outside of the first reinforcement cage, and part of the first vertical main reinforcement along the cross-section of the top of the pile is equal to four sides of the straight section. Spacing arrangement, wherein, the spacing s is:
  • B is the width of the cross section of the pile top
  • r1 is the radius of the arc chamfer of the pile top cross section
  • ⁇ is the circumference ratio
  • t1 is the wall thickness of the first steel casing
  • f is the average distance between the circumferential centerline of the planar layout of the first vertical main reinforcement and the inner surface of the first steel casing
  • n is the number of the first vertical main reinforcement in a single circle
  • Part of the first vertical main reinforcement along the circular arc chamfering section of the cross-section of the pile top is arranged at equal deflection angles, wherein the size of the deflection angle ⁇ is:
  • s is the distance that the first vertical main reinforcement is arranged along the four-side straight section of the cross-section of the pile top
  • r1 is the radius of the arc chamfer of the cross-section of the pile top
  • t1 is the The wall thickness of the first steel casing
  • f is the average distance between the circumferential centerline of the planar layout of the first vertical main reinforcement and the inner surface of the first steel casing.
  • the bored pile further includes a first steel casing sleeved outside the first reinforcement cage.
  • the The value range of the radius r1 of the arc chamfer of the pile top cross section is:
  • d 1 is the diameter of the first vertical main reinforcement
  • ⁇ is the circumference ratio
  • t 1 is the wall thickness of the first steel casing
  • f 1 and f 2 represent the first and second circles respectively.
  • the distance between the circumferential centerline of the plane layout of the vertical main reinforcement and the inner surface of the first steel casing, the units of the parameters in the formula are millimeters.
  • the value range of the ratio of the cap thickness H3 to the pile diameter D is:
  • the embodiment of the present invention provides a deep-water pile group foundation. Since the bored pile has a pile top, the cross section of the pile top is a square with circular arc chamfers, and the four straight sides of the square are respectively parallel to the longitudinal and transverse directions of the entire foundation.
  • the inside of the bored pile is pre-embedded with a first reinforcement cage
  • the cross-sectional shape of the first reinforcement cage is the same as the cross-sectional shape of the pile top
  • the first reinforcement cage includes a plurality of first vertical main reinforcements, and the first vertical main reinforcements It is arranged at even intervals;
  • the cap is fixed above the top of the pile, the upper end of the first vertical main reinforcement is vertically inserted into the cap, and a plurality of horizontal steel bars are arranged at the bottom of the cap, and the horizontal steel bars are connected from two adjacent first vertical bars respectively.
  • the gap between the main bars is passed; the back cover concrete is located within the height of the pile top below the cap.
  • the horizontal reinforcing bars at the bottom of the cap can pass through the width range of the first reinforcing cage smoothly, and there is no blind area within the width range of the first reinforcing cage that cannot allow the horizontal reinforcing bars to pass through.
  • All the horizontal steel bars in the caps do not need to be cut off, they are kept in full length, and the spacing of the steel bars is even and uniform, and the density is appropriate.
  • the construction difficulty of the horizontal reinforcement in the cap is reduced, the quality of the concrete pouring of the cap is guaranteed, the force is better, and the construction period of the cap is shortened.
  • Fig. 1 is the structural representation of the deep water pile group foundation that the embodiment of the present invention provides;
  • Fig. 2 is a schematic cross-sectional view of A-A in Fig. 1;
  • Fig. 3 is a schematic diagram of horizontal steel bars passing through the gap between adjacent first vertical main bars in the deep water pile group foundation provided by the embodiment of the present invention
  • Fig. 4 is the front schematic view of the bored pile single pile in the deep water pile group foundation provided by the embodiment of the present invention.
  • FIG. 5 is a schematic diagram of a three-dimensional structure of a single bored pile in a deep-water pile group foundation provided by an embodiment of the present invention
  • FIG. 6 is a schematic cross-sectional view of a single bored pile in a deep-water pile group foundation provided by an embodiment of the present invention.
  • Fig. 7 is a schematic cross-sectional view of B-B in Fig. 4;
  • Fig. 8 is a schematic diagram of the three-dimensional structure of the first angle of the transition section of the single pile in the deep water pile group foundation provided by the embodiment of the present invention.
  • Fig. 9 is a schematic diagram of the three-dimensional structure of the second angle of the transition section of the single pile in the deep water pile group foundation provided by the embodiment of the present invention.
  • Figure 10 is a schematic cross-sectional view of C-C in Figure 6;
  • Fig. 11 is a structural schematic diagram of the second reinforcement cage in the deep water pile group foundation provided by the embodiment of the present invention.
  • Figure 12 is a schematic cross-sectional view of D-D in Figure 6;
  • Fig. 13 is a structural schematic diagram of the reinforcement cage in the transition section of the deep water pile group foundation provided by the embodiment of the present invention.
  • Figure 14 is a schematic cross-sectional view of E-E in Figure 6;
  • Fig. 15 is a structural schematic diagram of the first reinforcement cage in the deep water pile group foundation provided by the embodiment of the present invention.
  • Fig. 16 is a schematic diagram of the layout of vertical and transverse horizontal steel bars at the bottom of the 1/4 cap of the deep-water pile group foundation provided by the embodiment of the present invention.
  • the embodiment of the present invention provides a deep-water pile group foundation, which can solve the problem that the horizontal steel bars at the bottom of the cap platform of the cross-sea bridge pile group foundation cannot smoothly pass through the blind area of the pile foundation reinforcement cage.
  • a deep water pile group foundation may include: a plurality of bored piles 100, and the bored piles 100 may have a pile top 100a,
  • the cross-section of the pile top 100a can be a square with arc chamfers.
  • the four corners of the square cross-section of the pile top 100a are all arc chamfers, and the four straight sides of the square section are respectively connected with the whole deep water group
  • the vertical and horizontal directions of the pile foundation are parallel, and the inside of the bored pile 100 can be pre-embedded with a first reinforcement cage 103.
  • the first reinforcement cage 103 is welded and fixed by a plurality of first vertical main reinforcements 103a and stirrups.
  • the first vertical main reinforcement 103a is perpendicular to the cross-section of the bored pile 100
  • the cross-sectional shape of the first reinforcement cage 103 can be the same as the cross-sectional shape of the pile top 100a
  • the first vertical main reinforcement 103a can be evenly spaced.
  • first vertical main ribs 103a that is, a part of the first vertical main ribs 103a can be evenly spaced along the four-sided straight segments of the cross-section of the pile top 100a, and the other part of the first vertical main ribs 103a can be respectively arranged along the four circular arc chamfering segments of the cross-section of the pile top 100a
  • Equivalent deflection angles are set, and the first vertical main reinforcement 103a can be arranged with the longitudinal and transverse centerlines of the pile foundation section as the symmetrical axis, and the plane layout of the first vertical main reinforcement 103a of each pile top 100a within the entire foundation range is parallel to each other;
  • the cap 200, the cap 200 can be fixed above the pile top 100a, and the upper end of the first vertical main reinforcement 103a can be vertically inserted into the cap 200.
  • each bored pile 100 within the entire cap 200 The first vertical main bars 103a are all arranged parallel to each other, and a plurality of horizontal steel bars 105 can be provided at the bottom of the cap 200, and the horizontal steel bars 105 within the width of the first steel cage 103 can be separated from two adjacent first vertical main bars.
  • the gap between 103a passes through; the back-sealing concrete 300, the back-sealing concrete 300 is located within the height range of the pile top 100a below the cap 200.
  • the planar arrangement of the first vertical main reinforcement 103a is parallel to the longitudinal and transverse directions of the entire foundation, and due to the horizontal reinforcement at the bottom of the cap
  • the layout of 105 is also parallel to the longitudinal and transverse directions of the entire foundation, so it is only necessary to set the net distance between two adjacent first vertical main bars 103a to be greater than the diameter of the horizontal steel bar 105 at the bottom of the cap, and the horizontal steel bar 105 can be Smoothly pass through the gap between two adjacent first vertical main bars 103a within the range of the straight line section of the cross section of the first reinforcement cage 103, and there are 2 or 4 first vertical bars in each bored pile 100 on average.
  • the straight main reinforcement 103a is located within the range of the circular arc chamfering section of the cross section of the first reinforcement cage 103, and the horizontal reinforcement bar 105 can also be smoothly moved from within the range of the circular arc chamfering section of the cross section of the first reinforcement cage 103 through partial bending.
  • the gap between two adjacent first vertical main bars 103a passes through, therefore, the horizontal steel bar 105 at the bottom of the cap 200 can pass through the width range of the first reinforcement cage 103 smoothly, and there is no gap within the width range of the first reinforcement cage 103 There is a blind area that cannot allow the horizontal steel bars 105 to pass through.
  • All the horizontal steel bars 105 at the bottom of the cap 200 do not need to be cut off, and can be kept in full length, and the spacing between adjacent horizontal steel bars 105 is even and uniform, and the density is appropriate.
  • the cap 200 The construction difficulty of the horizontal steel bar 105 at the bottom is reduced, the concrete pouring quality of the cap 200 is guaranteed, the force is better, and the construction period of the cap 200 is shortened.
  • the bored pile 100 may further include: a pile body 100c and a transition section 100b, the pile body 100c may be located below the pile top 100a, and the transverse direction of the pile body 100c
  • the section can be circular, and the second reinforcement cage 104 can be pre-embedded inside the pile body 100c.
  • the cross-sectional shape of the second reinforcement cage 104 can be the same as the cross-sectional shape of the pile body 100c.
  • the transition section 100b can be located between the pile top 100a and the Between the pile bodies 100c, the pile top 100a and the pile body 100c can be connected together through the transition section 100b.
  • the radius of the transition section 100b is constantly changing along the height direction of the transition section 100b. In this embodiment, the radius of the circular arc chamfering of the cross section of the transition section 100b is along the height direction of the transition section 100b, and gradually changes from the top surface of the transition section 100b to the bottom surface of the transition section 100b.
  • a plurality of third main ribs 103b can be pre-embedded in the transition section 100b, and the first vertical main ribs 103a and the second vertical main ribs 104a can be connected linearly in one-to-one correspondence through the third main ribs 103b.
  • the cross-section of the pile top 100a of the bored pile 100 can be designed as a square with circular arc chamfers, and the pile body 100c of the bored pile 100 can be designed into a circle, and the square pile top 100a with circular arc chamfers can make
  • the horizontal steel bar 105 at the bottom of the cap 200 smoothly passes through the width range of the first steel cage 103, and the circular pile body 100c can reduce the impact of the seawater wave current on the bored pile 100, reduce the erosion at the pier position, And meet the requirements of drilling construction and hole stability.
  • the transition section 100b can be formed by the radius of the circular chamfer of the pile top 100a gradually increasing toward the pile body 100c, so that the transition section 100b has an inclined side surface , the area of the cross section of the transition section 100b gradually becomes smaller from the bottom surface of the pile top 100a to the top surface of the pile body 100c.
  • the third main rib 103b can be bent without transition to the first
  • the vertical main ribs 103a are linearly connected to the second vertical main ribs 104a in one-to-one correspondence.
  • the cross section of the pile top 100a can be a square with circular arc chamfers
  • the width B of the cross section of the pile top 100a can be equal to the diameter D of the cross section of the pile body 100c
  • the area of the cross-section of the top 100a is 1.2 times the area of the cross-section of the pile body 100c
  • the cross-sectional bending resistance moment of the pile top 100a is 1.7 times that of the cross-section bending resistance moment of the pile body 100c, so when bearing the same load
  • the amount of the main reinforcement of the reinforcement cage in the bored pile 100 can be effectively reduced.
  • the height H2 of the transition section 100b can be greater than or equal to the diameter D of the pile body 100c, which ensures that the load is between the pile top 100a and the pile body 100c.
  • the transmission is more uniform, and the stress concentration caused by the sudden change of the section of the pile foundation is avoided.
  • the radius r z of the circular chamfer of the cross section at any height of the transition section 100b can be:
  • z can be the height from the bottom surface of the pile top 100a at any cross section in the transition section 100b
  • r z can be the radius of the arc chamfer of the cross section of the transition section 100b at the height z from the bottom surface of the pile top 100a
  • H 2 may be the height of the transition section 100b
  • D may be the diameter of the pile body 100c
  • r 1 may be the radius of the circular chamfer of the cross section of the pile top 100a.
  • the bored pile 100 can be poured into the steel casing 101 with the reinforcement cage pre-embedded and in the borehole by pouring underwater concrete.
  • the steel casing 101 is In the shape of a square top and a round body, the underwater concrete is solidified into a concrete pile body 102 , and the concrete pile body 102 is combined with a steel casing 101 to form a bored pile 100 .
  • the bored pile 100 may also include a second steel casing 101c sleeved outside the second reinforcement cage 104, and the second reinforcement cage 104 may have 1 turn or 2 turns.
  • Circle the second vertical main reinforcement 104a, the number of turns of the second reinforcement cage 104 can be equated with the number of turns of the first reinforcement cage 103, the root number of the second vertical main reinforcement 104a of a single circle can be the first vertical main reinforcement 103a of a single circle Root number is equal, and the root number of the second vertical main rib 104a of each single circle can be equal, and the root number n of the second vertical main rib 104a of single circle can be:
  • n 2 4 * Int([ ⁇ * (D-2 * (t 2 + ⁇ average ))]/[4 * (80+d 2 + ⁇ s)]),
  • ⁇ can be the circumference ratio
  • D can be the diameter of the pile body 100c
  • t2 can be the wall thickness of the second steel casing 101c
  • the diameter of the straight main reinforcement 104a, when the second steel cage 104 arranges two circles of the second vertical main reinforcement 104a, and the second vertical main reinforcement 104a diameters are not equal, d 2 can take the maximum value, ⁇
  • the value range of the height H1 of the pile top 100a can be:
  • H 1 > ⁇ w H 4 [A c +0.86nr 1 ⁇ 2 -nB ⁇ 2 ]/[4n(B-0.43r 1 )[ ⁇ ]+ ⁇ c (A c +0.86nr 1 ⁇ 2 -nB ⁇ 2 )+W],
  • ⁇ w can be the weight of water
  • ⁇ c can be the weight of concrete
  • H 4 can be the height of the bottom surface of the pile top 100a from the high construction water level
  • a c can be the bottom area of the cap 200
  • B can be the pile
  • r 1 can be the radius of the arc chamfer of the cross-section of the pile top 100a
  • n can be the number of bored piles 100
  • [ ⁇ ] can be the allowable bonding strength of the concrete and steel surface
  • W can be the weight of the cap platform 200 construction cofferdam.
  • the bored pile 100 may also include a first steel casing 101a sleeved outside the first reinforcement cage 103, and the cross section of the bored pile 100 may be The center point of the cross-section is the origin O to establish a plane Cartesian coordinate system, wherein the X-axis can be parallel to the horizontal direction of the foundation, and the Y-axis can be parallel to the longitudinal direction of the foundation.
  • the cross-section of the bored pile 100 can be divided into four quadrants.
  • a vertical main reinforcement 103a is respectively arranged with the X axis and Y axis as symmetrical axes, and the first vertical main reinforcement 103a in the pile top 100a of each bored pile 100 within the entire cap range is arranged parallel to each other.
  • a part of the first vertical main reinforcement 103a in 100a can be arranged at equal intervals along the four-side straight line segments of the cross-section of the pile top 100a, and the spacing s can be:
  • B can be the width of the cross section of the pile top 100a
  • r can be the radius of the circular chamfer of the pile top 100a
  • ⁇ can be the circumference ratio
  • t can be the wall thickness of the first steel casing 101a
  • f can be the average distance between the circumferential centerline of the planar layout of the first vertical main reinforcement 103a and the inner surface of the first steel casing 101a, when only one circle of the first vertical main reinforcement 103a is arranged
  • f f 1 , when the arrangement
  • f (f 1 +f 2 )/2
  • f 1 and f 2 represent the circumferential centerlines of the plane layout of the first and second circles of the first vertical main reinforcement 103a respectively
  • the distance from the inner surface of the first steel casing 101a, n 1 may be the number of the first vertical main ribs 103a in a single circle, where n 1 may be equal to n 2 ;
  • Another part of the first vertical main reinforcement 103a can be arranged along the circular arc chamfering section of the cross-section of the pile top 100a at equal deflection angles, and the size of the deflection angle ⁇ can be:
  • s can be the distance between the first vertical main reinforcement 103a arranged along the four-sided straight section of the cross-section of the pile top 100a
  • r1 can be the radius of the circular chamfer of the pile top 100a
  • t1 can be the first steel guard
  • f can be the average distance between the circumferential centerline of the planar layout of the first vertical main reinforcement 103a and the inner surface of the first steel casing 101a, when only one circle of the first vertical main reinforcement 103a is arranged
  • f Both f 1 , when two circles of first vertical main ribs 103a are arranged
  • f equals (f 1 + f 2 )/2
  • f 1 and f 2 respectively represent the first and second circles of first vertical main ribs 103a
  • the bored pile 100 may also include a first steel casing 101a sleeved outside the first reinforcement cage 103, when two turns of the first reinforcement cage 103 are arranged inside the first reinforcement cage 103
  • the value range of the radius r1 of the arc chamfer of the pile top 100a cross section can be:
  • d 1 can be the diameter of the first vertical main rib 103a, when the diameters of the first vertical main rib 103a of the two circles are not equal, d 1 can take the maximum value, ⁇ can be the circumference ratio, and t 1 can be the first
  • the wall thickness of the steel casing 101a, f 1 and f 2 can represent the distance between the circumferential centerline of the planar layout of the first vertical main reinforcement 103a of the first circle and the second circle and the inner surface of the first steel casing 101a, the formula The unit of each parameter is millimeter.
  • the ratio of the thickness H 3 of the cap 200 to the diameter D of the pile body 100c can be: H 3 /D ⁇ 1.2, so as to ensure the stress safety of the cap 200 and reduce the The amount of horizontal reinforcement at the bottom of the small platform 200.
  • the thickness of the bottom concrete 300 can be equal to the height of the pile top 100a, and since the cross section of the pile top 100a can be a square section with rounded corners, the construction of the cap 200 can be carried out by lowering the steel crane.
  • the inner support of the hanging box cofferdam and the surface of the pile top 100a are plane supports, which are more stable than the curved surface support of the circular pile top, more reliable in force transmission, better in integrity, and more convenient in construction. Concrete 300 is less affected by wave and current disturbance during pouring, and the quality of the back cover is better.
  • a deep water pile group foundation can include: a plurality of bored piles 100, the bored piles 100 can have a pile top 100a, the cross section of the pile top 100a can be a square with circular arc chamfering, and the four straight sides of the square are respectively connected to The vertical and horizontal directions of the entire deep-water pile group foundation are parallel, and the inside of the bored pile 100 can be pre-embedded with a first reinforcement cage 103, and the cross-sectional shape of the first reinforcement cage 103 can be the same as the cross-sectional shape of the pile top 100a.
  • the reinforcement cage 103 can include a plurality of first vertical main reinforcements 103a, and the first vertical main reinforcements 103a can be evenly spaced, that is, a part of the first vertical main reinforcements 103a can be respectively along the four sides of the cross-section of the pile top 100a.
  • the other part of the first vertical main reinforcement 103a can be set along the four circular arc chamfering sections of the cross section of the pile top 100a at equal deflection angles; the cap 200, the cap 200 can be fixed on the pile top 100a
  • the upper end of the first vertical main reinforcement 103a can be vertically inserted into the platform 200, and the bottom of the platform 200 can be provided with a plurality of horizontal steel bars 105, and the horizontal steel bars 105 can respectively pass from between two adjacent first vertical main reinforcements 103a.
  • the gap passes through; the back cover concrete 300, the back cover concrete 300 is located within the height range of the pile top 100a below the cap 200, when the first vertical main reinforcement 103a is located within the range of the four-sided straight line section of the cross section of the first reinforcement cage 103, the second The planar arrangement of a vertical main bar 103a is parallel to the longitudinal and transverse directions of the entire foundation, and because the arrangement of the horizontal steel bars 105 at the bottom of the platform cap 200 is also parallel to the longitudinal and transverse directions of the entire foundation, only two adjacent first The net distance between the vertical main reinforcements 103a is set to be greater than the diameter of the horizontal reinforcement bars 105 at the bottom of the platform 200, so that the horizontal reinforcement bars 105 can smoothly pass from the two adjacent first reinforcement cages 103 within the range of the straight line section of the first reinforcement cage 103.
  • the gaps between the vertical main reinforcements 103a pass through, and on average, there are 2 or 4 first vertical main reinforcements 103a in each bored pile 100 within the range of the circular arc chamfering section of the cross section of the first reinforcement cage 103, and the horizontal reinforcement cages 103 105 can also smoothly pass through the gap between two adjacent first vertical main ribs 103a within the range of the circular arc chamfering section of the cross section of the first reinforcement cage 103 through local bending. Therefore, the cap 200
  • the horizontal steel bar 105 at the bottom can pass through the width range of the first steel bar cage 103 smoothly, and there is no blind area within the width range of the first steel bar cage 103 where the horizontal steel bar 105 cannot pass through.
  • All the horizontal steel bars 105 at the bottom of the platform cap 200 need not be cut off, they are kept in full length, and the spacing between the steel bars is even and uniform, and the density is appropriate.
  • the construction difficulty of the horizontal steel bar 105 at the bottom of the cap 200 is reduced, the quality of concrete pouring of the cap 200 is guaranteed, the force is better, and the construction period of the cap 200 is shortened.
  • the cross section of the pile top 100a can be a square section with rounded corners, and the four sides of the square section can be parallel to the longitudinal and transverse directions of the foundation.
  • the longitudinal and transverse directions are often the most unfavorable directions for the structural stress.
  • the direction of the axis corresponding to the maximum moment of bending resistance of the section is the same as the direction of the bending moment, so the bearing is the same.
  • the section stress is the smallest, which is the most reasonable from a mechanical point of view.
  • the width B of the cross section of the pile top 100a can be equal to the diameter D of the cross section of the pile body 100c, that is, the cross section of the pile top 100a is a circumscribed square of the cross section of the pile body 100c, and the circumference of the cross section of the pile top 100a The length is 1.2 times of the circumference of the cross section of the pile body 100c.
  • the equivalent punching shear area of the calculated punching cone produced by the pile top 100a is larger than that of the circular pile top. Therefore, under the condition of bearing the same load, the square pile top can effectively reduce the required thickness of the cap, which is about 0.8 times of the required thickness of the circular pile top, which reduces the engineering amount of the foundation.
  • the cross section of the pile top 100a is a square section with circular arc chamfering, and the perimeter of the pile top 100a cross section is larger than the perimeter of the pile body 100c circular section.
  • the required thickness of the back-sealing concrete 300 is relatively small, about 0.8 times the required thickness of the circular pile top with the same width, which reduces the amount of foundation work.
  • the cross section of the pile top 100a can be a square section with circular arc chamfers, and the square section of the pile top 100a can be a circumscribed square of the circular section of the pile body 100c, it can effectively reduce the cap of the pile group foundation 200 and the thickness of the back cover concrete 300, which can reduce the self-weight of the foundation.
  • the pile length required for the foundation can be shortened, and the project cost can be reduced.
  • the cross-section of the pile top 100a can be a square section with circular arc chamfers
  • the inner support of the hanging box cofferdam and the surface of the pile top 100a are planar supports, compared with the circular
  • the surface support of the pile top is more stable, the force transmission is more reliable, the integrity is better, and the construction is more convenient.
  • the back cover concrete 300 is poured, it is less affected by wave and current disturbance, and the quality of the back cover is better.
  • connection should be interpreted in a broad sense, for example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection, It can also be an electrical connection; it can be a direct connection, or an indirect connection through an intermediary, or an internal communication between two components.
  • connection should be interpreted in a broad sense, for example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection, It can also be an electrical connection; it can be a direct connection, or an indirect connection through an intermediary, or an internal communication between two components.

Abstract

L'invention concerne une fondation sur palée en eau profonde, comprenant : de multiples pieux forés (100), la forme en coupe transversale des sommets des pieux (100a) des pieux forés (100) étant un carré pourvu d'un chanfrein d'arc, une première cage de renfort (103) étant pré-incorporée à l'intérieur de chaque sommet de pieu (100a), la forme en coupe transversale des premières cages de renfort (103) étant la même que la forme en coupe transversale des sommets de pieux (100a), et les premières cages de renfort (103) comprenant chacune de multiples premières nervures principales verticales (103a) disposées à des intervalles réguliers ; une plateforme de support (200) fixée au-dessus des pieux forés (100), de multiples barres de renfort en acier horizontales (105) étant disposées dans la partie inférieure de la plateforme de support (200), les extrémités supérieures des premières nervures principales verticales (103a) étant insérées verticalement dans la plateforme de support (200), et les barres de renfort en acier horizontales (105) dans la plage de largeur des premières cages de renfort (103) passant chacun à travers des espaces entre deux premières nervures principales verticales adjacentes (103a) ; et du béton de scellement inférieur (300) situé à l'intérieur de la plage de hauteur des sommets de pieu (100a) au-dessous de la plateforme de support (200).
PCT/CN2021/115223 2021-08-06 2021-08-30 Fondation sur palée en eau profonde WO2023010631A1 (fr)

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CN202110903610.2A CN113700033B (zh) 2021-08-06 2021-08-06 一种深水群桩基础
CN202110903610.2 2021-08-06

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